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REV1 REVIEWED BLD2021-0705+Structural Plan+2.16.2022_10.53.13_AM+2684366STRUCTURAL NOTES CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE JURISDICTION SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS LIVE LOADS: RESIDENTIAL 40 PSF DECK 60 PSF SNOW 25 PSF EARTHQUAKE LOADS: SITE CLASS D SHORT PERIOD SPECTRAL RESPONSE (SDS) 1.064 ONE SECOND SPECTRAL RESPONSE (Spy) 0.590 OCCUPANCY CATEGORY ll SEISMIC IMPORTANCE FACTOR (IE) 1.00 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOOD S.W. RESPONSE MODIFICATION FACTOR, (R) 6.5 SEISMIC RESPONSE COEFFICIENT (CS) 0.164 WIND LOADS ULT. BASIC WIND SPEED (3 SECOND GUST) 100 MPH EXPOSURE B KZT 1.00 SPECIAL INSPECTION SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC FOR THE FOLLOWING ITEMS. • SOILS (SECTION/TABLE 1705.6) • CONCRETE (SECTION/TABLE1705.3) • MASONRY (SECTION 1705.4, ACI 530) • STRUCTURAL STEEL (SECTION 1705.2.1, AISC 360) • MISCELLANEOUS STEEL (SECTION/TABLE 1705.2.2) • WOOD (SECTION 1705.5) REFER TO IBC SECTION 1705.10 AND 1705.11 FOR ADDITIONAL INSPECTION REQUIREMENTS FOR THE STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM. ALL INSPECTIONS SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS. IF ANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, IT SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE DESIGN TEAM. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC ONLY WHERE REQUIRED BY THE LOCAL JURISDITION. STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR ANY SPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE OBSERVATION. FOUNDATIONS: THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. • 1,500 PSF (ALLOWABLE BEARING PRESSURE) • 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE) • 200 PCF (PASSIVE PRESSURE) • 0.35 (COEFFICIENT OF FRICTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM D1557. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEM AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. CONCRETE ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROXIMATELY 150 PCF. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: • SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO • FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60. REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH 12" LAPS AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI 318. DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, IF REQUIRED, SHALL BE BYAN ICBO APPROVED SYSTEM, AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER. REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS. DEVELOPMENT LENGTH AND LAP SPLICE REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR. f'c = 2500 PSI f'c = 3000 PSI BAR SIZE DEVELOPMENT LENGTH LAP SPLICE DEVELOPMENT LENGTH LAP SPLICE TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS #3 23 18 30 23 22 17 28 22 #4 31 24 41 31 29 22 37 29 #5 39 30 51 39 36 28 47 36 #6 47 36 61 47 43 33 56 43 CONCRETE GENERAL NOTES WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT PRIOR TO PLACEMENT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS UNO. STRUCTURAL STEEL ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH RISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" AND AWS D1.1 "STRUCTURAL WELDING CODE - STEEL". STEEL SHALL BE FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC. STRUCTURAL STEEL MATERIALS SHALL BE AS FOLLOWS: • SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI. • PLATES, ANGLES, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI. • STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B, Fy = 46 KSI. • STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI. • BOLTS SHALL CONFORM TO ASTM A325-N (USE 5/8"0 MINIMUM UNO) • ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy = 36 KSI. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS AND WABO REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIATE FOR THE MATERIALS BEING WELDED. IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER AWS D1.1. WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS. ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A123. FASTENERS AND HARDWARE SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. ALL DAMAGED GALVANIZED COATINGS SHALL BE REPAIRED IN ACCORDANCE WITH ASTM A780 WITH AN APPLIED COATING THICKNESS DETERMINED BY THE ENGINEER. WOOD FRAMING ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION MANUAL". A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL IF REQUIRED IN THE SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN SUBMITTAL SPECIFICATIONS. THE MIX DESIGN SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS: CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI REQUIREMENTS. • STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN • JOISTS DOUG-FIR #2 ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. • 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 • 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1 MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS. v POSTS AND TIMBERS DOUG-FIR #2 • CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN • CONCRETE EXPOSED TO EARTH AND WEATHER: CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE #6 BARS AND LARGER 2" TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT, #5 BARS AND SMALLER 1 1/2" PRESERVATIVE, AND END USE REQUIRED. • CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, AND JOISTS 3/4" GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH BEAM/COLUMN TIES AND STIRRUPS 1 1/2" ANSI/AITC A 190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL HAVE AN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION ON THE TENSION SIDE OF UNBALANCED 24F-V4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS. STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD SHALL BE GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL COMPLIANCE REQUIREMENTS. PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL BE SIZED, SPACED, AND DETAILED TO MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS. TRUSSES SHALL COMPLY WITH IBC 2303.4, 1-JOISTS SHALL COMPLY WITH IBC 2303.1.2, AND COMPOSITE BEAMS SHALL COMPLY WITH 2303.1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE COMPLIANCE AND SHALL PROVIDE SHOP DRAWING AND CALCULATION SUBMITTALS AS SPECIFIED. ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF PRE -MANUFACTURED COMPONENTS. REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING REQUIREMENTS NOT SPECIFICALLY NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/480 FOR LIVE LOADS OR L/360 FOR TOTAL LOADS UNLESS APPROVED IN WRITING BY THE ENGINEER. ALL TRUSSES WITH A DEPTH EQUAL TO OR GREATER THAN 24" SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10PSF, NOT APPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD. PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. THE MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF THE SYSTEM (INCLUDING BUT NOT LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC CONNECTORS. NAILS, SCREWS, BOLTS, AND CONNECTORS REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1. ALL NAILS SHALL CONFORM TO THE STANDARD DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM GUIDELINES: • 8d = 0. 131 "0 x 2 112" • 10d = 0.148"0 X 3" • 16d=0.162"0x31/2" 10d BOX NAILS (0.128"0 x 3) MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 3 1/4'), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THE DRAWINGS. OTHER NAILS MAY BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION. ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD. LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANK AND THREADS SHALL BE PER NDS 11.1.4.2. ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE 1/2 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER. ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153. WOOD FRAMING GENERAL NOTES SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH TO THE CONCRETE WITH 1/2"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF (2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS. CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN A SHEAR WALL THAT EXTEND TO WITHIN 1/2" OF SHEATHED EDGE. ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS @a 16" OC. REFER TO PLAN NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE PROVIDED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN. MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.9.1. THE USE OF NAIL GUNS IS APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE. NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.9.10 AND 2308.9.11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2308.10.4.2. VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE AT EACH LEVEL FROM THE WOOD DRYING OVER TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0.15" PER FLOOR AND ASSUMES THE WOOD HAS AN INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF THE MOISTURE CONTENT IS HIGHER. THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLATION OF ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND ARCHITECTURAL SYSTEMS. GENERAL NOTES STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM BEFORE PROCEEDING. CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE ENGINEER. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE DESIGN TEAM. LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF FRAMING NATIVE SOIL I I I=l I �=l I �=l 15=l - - - - - EXTENT OF FRAMING GRANULAR FILL COLUMNS STRUCTURAL STEEL COLUMN BEARING ON BEAM RATED SHEATHING SHEAR WALL SWX (SEE SCHEDULE) P BEAM CONTINUOUS OVER SUPPORT CONCRETE WALL COLUMN MARK (SEE SCHEDULE) FOOTING MARK BEARING STUD WALL (SEE SCHEDULE) O NON -BEARING STUD WALL `' ) HOLDOWN MARK (SEE SCHEDULE) HANGER MARK X O BEARING STUD SHEAR WALL (SEE SCHEDULE) NON -BEARING FLAG NOTE STUD SHEAR WALL (SEE PLAN NOTES) STEEL MOMENT FRAME CONN. �V CMU WALL ABBREVIATIONS (A) ABOVE ANCHOR BOLT ALTERNATE ARCHITECT BELOW BAR DIAMETER BLOCKING BEAM GLB GLUE -LAMINATED BEAM HORIZONTAL AB HORIZ ALT KP KING POST ARCH KSI KIPS PER SQUARE INCH (B) L ANGLE BD MECH MECHANICAL BLKG MF MOMENT FRAME BM MTL METAL BOT BOTTOM NS NEAR SIDE BRNG BEARING OC ON CENTER OPPOSITE PLATE PLACES POUNDS PER SQUARE INCH POUNDS PER SQUARE FOOT POST TENSIONED BTWN BETWEEN OPP CJP COMPLETE JOINT PENETRATION PL CLR CLEAR PLCS CMU COL CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONTINUOUS COORDINATE DOUBLE PSI PSF CONC P/T CONN PT PRESSURE TREATED CONT REINF REINFORCING COORD REQ'D REQUIRED DBL SCHED SCHEDULE DET DETAIL SIM SIMILAR DIA DIAMETER SOG SLAB ON GRADE DIM DIMENSION STD STANDARD DIR DIRECTION STIFF STIFFENER EA EACH STL STEEL ELEV ELEVATION SYMM SYMMETRICAL ES EACH SIDE SW SHEARWALL TOP OF CONCRETE TOP OF STEEL EX EXISTING TOC EXP EXPANSION TOS FLR FLOOR TOW TOP OF WALL FDN FOUNDATION TYP TYPICAL FTG FOOTING FAR SIDE GENERAL CONTRACTOR UNO UNLESS NOTED OTHERWISE FS VERT VERTICAL GC WF WIDE FLANGE REVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z c) W W Z W o . o% �i c uja� A 3 3 3 Lu CU W ao 0) c Q III �V 0 0 cn v, m Z O 1� U Lu O a A. 1PAg$j�� sIOIVAL 02114122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL 1 08109121 PERMIT SUBMITTAL 2 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: STRUCTURAL NOTES SHEET NO.: 16" WIDE x 12" DEEP FOOTING W/ (2) #4 BOT 1 0 M T 0 N 8'-3 1/2" 1 '-6" x 1 '-6" x 12" DEEP FOOTING W/ (3) #4 EA WAY M 2'-6" x 2'-6" x 12" DEEP FOOTING W/ (3) #4 EA WAY 6'-0 3/4" 7'-11 1 /2" -------- I I I I I I 1 '-6" x 1 '-6" x 12" DEEP FOOTING W/ (2) #4 EA WAY 2'-6" x 2'-6" x 12" DEEP FOOTING W/ (3) #4 EA WAY I I I I I I POST INSTALLED AB PER DIAMOND ON LEVEL ABV. I SEE PLAN NOTE 10. I POST INSTALLED AB PER DIAMOND ON LEVEL ABV. SEE PLAN NOTE 10. PLACE POST ON BC460 ON 12 x3.5" DOUG FIR PLATE ATOP SILL 1l'-10 1/4" r------------ -- 4 I I I S3. I I I I I EXIST SLAB -ON -GRADE POST INSTALLED AB PER I I I I DIAMOND ON LEVEL ABV. I I EMBED 9" W/ SIMPSON I I SET-3G EPDXY. I I I I EXIST 4'-0" x 4'-0" FTG I I I r_J L__ I EXIST 16" WIDE x 10" I ® I I I DEEP FOOTING W/ j I I (2) #4 CONTINUOUS, TYP UNO - I I I I I I M 1 '-6" -6" x 12" DEEP TING W/ (3) #4 EA AY 2'-6" x 2'-6" x 12" DEEP FOOTING W/ (3) #4 EA WAY N T O N FOUNDATION PLAN ' 2 1 SCALE: 1/4"= l'-0" T-9 1/4" m I I POST INSTALLED AB PER DIAMOND ON LEVEL ABV. SEE PLAN NOTE 10. I I I I EXIST 16" WIDE x 8" DEEP FOOTING, TYP UNO 3 POST INSTA LED AB PER DIAMOND ON LEVEL ABV. SEE PLAN NO TE 10. 6'-0 1/8" ma 2'-6" x 2'-6" x 8" DEEP FOOTING W/ (3) #4 EA WAY, CENTERED BELOW POST ABV m 5'-10 1/4" I� I I I I I I I I I I I I® I I I 1—� I 26'-9 1 /2" POST INSTALLED AB PER DIAMOND ON LEVEL ABV. EMBED 9" W/ SIMPSON SET-3G EPDXY. 3'-6" x 3'-6" x 12" DEEP FOOTING W/ (4) #4 EA WAY TOP AND BOT, CENTERED BELOW POST ABV r------- 1 l I I I I I I I I I I I I I j I I I I I I I I I I I I I I I I I I I I I I I � j I r I I I I I I I I I I I I I DOWEL HORI INTO EXIST C I I I I I I I � J EXIST BASEMENT WALL I I r- -j I I I I I I I I I I I I I I I I I I L----------------j 9'-5 3/4" 4 3'-91/2" I 16'-2 1 /2" EXIST 16" WIDE CONT FTG r---------------------------------- DOWEL HORIZ REINF 3" INTO EXIST CONCRETE I I I 1 2'-4 1 I DOWEL HORIZ REINF 3" 1 I I I INTO EXIST CONCRETE I 1 I j I 1 16" x 12" DEEP I CONT FTG W/ (2) I I 1 1 #4 TOP & BOT I I NEW 4" SLAB TO 1 REPLACE EXISTING CAST IN PLACE AB. I I I I ENLARGE FTG TO 15" I I 1 DEEP FOR 2'-0" & ADD I I 1 1 (3) #4 EA WAY TOP & _ _ _ _ _ _ I SLAB -ON -GRADE 1 j BOT SEE PLAN NOTE 9.1 I j I L o o I I I I 1 I II I POST INSTALLED I B_P_ER I I I 10 DIAMOND ON LEVEL ABA d I I S3.1 SEE PLAN NOTE 10. L - - - - - 1 1 ■ I I N 3'-6" 2" DEEP FTG W/ 8" STEM WALL W/#4 1 5 I Ca) 12" OC HORIZ & #4 (5) #4 EA WAY 1 I I S3.1 i Cd) 18" OC VERT 1 CAST IN PLACE AB. ENLARGE FTG TO 2' 0" x 2' 0" x 8" I I 15" DEEP FOR 2'-0" & ADD (3) #4 EA I I WAY TOP & BOT SEE PLAN NOTE 9. 1 16" WIDE x 8" DEEP DP FOOTING W/ I I CONT FTG W/ (2) #4 (3) #4 EA WAY I I 1 I 16" x 12" DEEP CONT FTG W/ I I CONT BOT 1 1 (2) #4 TOP & BOT I I I 1 1 I I 1 I 1 I I 1 I I I I DOWEL HORIZ REINF 3" I 1 I INTO EXIST CONCRETE 1 I 1 - - - - - - I 0 0 1 I 3„ N M L------------------------------------------ TE- ----------------------------------- 21 I 7—f POST INSTALLED AB PER — DIAMOND ON LEVEL ABV. SEE PLAN NOTE 10. EXIST PORCH FTG - 8" STEM WALL W/ #4 @ 12" OC HORIZ & #4 Ca 18" OC VERT 16" WIDE x 8" DEEP CONT FTG W/ (2) #4 CONTBOT CAST IN PLACE AB. SEE PLAN NOTE 9. NEW SLAB -ON -GRADE DRIVEWAY PER ARCH CAST IN PLACE AB. SEE PLAN NOTE 9. v M 23'-2 1 /2" L_ EXIS TWO CAN rIL VER RETAINING WALL 4TCORNER FOUNDATION PLAN NOTES: 1. PLACE ALL REINFORCING STEEL, ANCHOR BOLTS, AND HOLDOWNS PER THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND THE FOUNDATION DETAILS ON THE S3 SHEETS. REFER TO THE FRAMING PLANS FOR LOCATION OF SHEAR WALLS. 2. THE CONTRACTOR SHALL VERIFYALL DIMENSIONS, WALL LOCATIONS, UTILITY PLACEMENT, AND 4'-8" 2'-4" 14'-1 1/2" CONCRETE ROUGH OPENINGS WITH THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. 3. EXTERIOR FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL A MINIMUM OF 1 '-6" BELOW GRADE. REFER TO THE STRUCTURAL NOTES FOR ADDITIONAL SUBGRADE PREPARATION REQUIREMENTS AND FOR CONDITIONS REQUIRING STRUCTURAL FILL. 4. TYPICAL SLAB ON GRADE SHALL BE A MINIMUM OF 4" THICK w/ 6x6 - W1.4xW1.4 WELDED WIRE FABRIC REINFORCING. PROVIDE 2" MINIMUM CLEARANCE FROM WWF TO BOTTOM OF SLAB. CRAWL SPACE RAT SLAB MAYBE REDUCED TO 2" THICKNESS. REFER TO ARCHITECTURAL DRAWINGS. SLABS SHALL BE 4 4 PLACED OVER A 10 MIL VAPOR BARRIER ATOP RIGID INSULATION PER ARCH OVER 4" OF SUITABLE DRAINING SUBGRADE MATERIAL. 5. T.O. FTG AND T.O. WALL ELEVATIONS ARE FOR REFERENCE ONLY. CONTRACTOR IS RESPONSIBLE FOR 0 86 ESTABLISHING FINAL FOOTING ELEVATIONS BASED ON FIELD CONDITIONS & FOR COORDINATING TOW & TOF ELEV W/ARCH DRAWINGS. 6. CONTROL JOINTS ARE REQUIRED IN THE SLAB ON GRADE. REFER TO THE TYPICAL SLAB ON GRADE DETAILS FOR CONSTRUCTION REQUIREMENTS. ALL JOINT LOCATIONS SHALL BE APPROVED BY THE ENGINEER AND ARCHITECT PRIOR TO PLACING CONCRETE. 7. ALL CONTINUOUS FOOTING REINFORCING SHALL BE PLACED THRU SPREAD FOOTINGS IF APPLICABLE. PROVIDE CORNER, HOOKED, OR BENT BARS MATCHING FOOTING REINFORCING AT ALL INTERSECTIONS AND CHANGES IN FOOTING DIRECTION. 8. REFER TO ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS. VENTS AT PORCH STEM WALLS SHALL BE PLACED BELOW LEDGER. 10. POST INSTALLED HOEDOWN ANCHOR BOLTS SHALL EXTEND 18" MIN INTO EXISTING CONCRETE W/ 3"MIN 20 COVER FROM SOIL. USE SIMPSON SET G EPDXY OR APPROVED EQUIVALENT. Z c) UJ W Z W o " c uj V Lu � (Z Q) W "o c Q Lu 6 0 cn v , Q Z 1 _ O 1� W O 04 A. & �� OF WAS$ I L 5'1 ssIONAL 02114122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL Q1 08109121 PERMIT SUBMITTAL ® 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: FOUNDATION PLAN SHEET NO.: REVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT S2.1 STAIRS PER TYP DETAILS & PLAN NOTES GUARD PER TYP DETAILS, ELSE IRC APPROVED HANDRAIL k M W PT 2x 12 HF#2 16" OC, TYP C DECK, UNO DTT2Z k DTT2Z M � HUC410 PT 4x 12 HF#2 CONT OVER INT. POST G � SUR410 L SSJ28Z PT4x 12 HF#2 SUL410 - 3 1/2" x 12" DF GLB (WRAPPED OR TREATED) T HUC410 INTO PERP BEAM O W 1 C\ji Lu k CL M PT 4x6 HF#2 SW4 5 1/4" x 9" 2.2E PSL W/ (2) JACK, (1) KING. EXTEND BEAM PT 4x6 HF#2 TO ALIGN OVER EXIST FTGS. PRE-MFR'D Z61 TRUSSES 0 24" OC PT 2x6 16" OC DTT2Z LUS210, TYP PT 2x 12 HF#2 Ca 12" OC DTT2Z TO FULL DEPTH BLKG. PROVIDE (6) DECK SCREWS TO BLKG NAIL LEDGER TO RIM W/ (3) ROWS OF 10d 0 12"OC .. SW4 2SW2 SHEATHING SHALL BE CONTINUOUS THRU 4 WALL, BOTH SIDES PT 2x12 LEDGER W/ LEDGERLOK SPACED PER DETAIL 2134.3 EXIST (2) 2x12 HF#2 SUR/L210, TYP AT ANGLED BEAM MST48 FROM FLUSH BEAM TO BLKG PER 5 1/2 x 16 1/2" DF GLB (FLUSH BOT). DETAIL 6/S3.1 PROVIDE 8d COMMON 6" OC THRU SHEATHING TO BEAM. 5 1/2"x 16 1/2"DFGLB � (1) 9 1/2 TJI 110 Lo co CONT CMSTCI6, INSIDE & OUTSIDE N OF WALL, ABOVE OPENING PER DETAIL 7/S4.2. EXTEND ACROSS ENTIRE WALL W/ (20) 10d INTO EA WALL & (20) 10d INTO HDR PT 2x 12 LEDGER BEAM W/ LEDGERLOK SPACED PER DETAIL 4/S4.2 4 N S4.2 M M N N C p U210 0 /pyc MITER C T BEAM �� TO FIT. PROVIDE 2" '�' MIN BRN FOR BOTH BEI MS 0�\2 EXIST 9 1/2" TJI 1 16" OC, TYP UNO 4x10 DF#2, (2) JACK, (1) KING 3 DTT2Z LOCATION OF SHEAR WALL TO MATCH ROOF LEVEL SW3 CONT CMSTCI6, INSIDE & OUTSIDE OF N WALL, ABOVE OPENING PER DETAIL 7/S4.2. 'UC412 TO BEAM <4 EXTEND ACROSS ENTIRE WALL W/ (20) 10d INTO EA WALL & (20) 10d INTO HDR PT 2x8 HF#2 PT 2x8 LEDGER W/ �a 16" OC LEDGERLOK SPACED PER DETAIL 4/S4.2 LUS28 LOCATION OF SHEAR WALL 4 4 1 TO MATCH ROOF LEVEL Ll DTT2Z S4.2 J 5 m 3 2 Ci 3 1/2" x 12" GLB (WRAPPED OR LSTA36 BEAM TREATED) TO RIM 3 1/2"x 6"24F-V8 DF GLB POST �N rn k N co I - U210 3 1/2 x 9 1/2 1.55E LSL ALIGNED BELOW HDR k POST. USE LUS410 ONE END 4x 10 DF#2 4x10IDF#2 4x 10 DF#2 FL USIA FLOOR JB28 TYP JOIST SPACE W/ FULL TH BLKG BELOW TS. TYP )MAIN FLOOR FRAMING PLAN 1 2 ; -SCALE: 1/4"= l'-0" % eC HOLDOWN SCHEDULE CHORD ANCHOR CAPACITY MARK TYPE SIZE STUD NAILS OR BOLTS BOLT (LB) (NOTE 3) (NOTE 2) 01 MST37 (2) 2x (11) 16d EA END 2,355 O MST48 (2) 2x (17) 16d EA END - 3,640 p 2) D 6 D 1/4" x /2" 8" 3 75 ``> HDU5 (2) 2x (14) SDS 1/4"x 2 1/2" 5/8'o 4,340 NO E. 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. ANCHOR BOLTS SHALL EXTEND INTO FOOTING OR FOUNDATION WALL PER DETAIL 2/S3.1. USE PABX-12 ANCHORS AT INTERIOR FOOTINGS AND PABX-30 ANCHORS EXTENDING THRU THE STEM AT EXTERIOR FOOTINGS. INCREASE FOOTING DEPTHS AS REQUIRED FOR ANCHORAGE. 3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. 4. POST INSTALLED HOLDOWN ANCHOR BOLTS SHALL EXTEND A MINIMUM OF 15" INTO FOOTING OR FOUNDATION WALL. USE SIMPSON SET-XP EPDXY INSTALLED PER MFR's INSTRUCTIONS. SHEAR WALL SCHEDULE RIM JOIST SILL PLATE SILL PLATE FOUNDATI MIN FRAMING NAILING SHEAR APA-RATED OR BLOCK NAILING TO ANCHOR BOLT TO ON SILL TYPE AT ADJOINING AT PANEL CAPACITY SHEATHING CONN TO RIM/BLKG SLAB OR PLATE PANEL EDGES EDGES (PLF) TOP PLATE BELOW FOUNDATION SIZE 15/32" 2x STUD 0.131 "O x 2 1/2" LTP4 OR A35 0.131 "O x 3 1/4" 5/8"0 AB 0 5'-8" OC OR SW6 ONE SIDE AND BLKG 0 6" OC 0 26" OC 0 6.5" OC 1/2"0 AB Ca 3'-10" OC 2x 242 15/32" 2x STUD 0.131 FO x 2 1/2" LTP4 OR A35 0.131 "0 x 3 1/4" 5/8"0 AB 03'-10" OC OR SW4 ONE SIDE AND BLKG C 4" OC ca 18" OC �a 4.5" OC 1/2"0 AB 02'-8" OC 2x 353 15/32" 3x STUD AND 0.131 "O x 2 1/2" LTP4 OR A35 0.131 "0 x 3 1/4" 5/8"0 AB 0 3'-0" OC OR SW3 ONE SIDE 2x FLAT BLKG 0 3" OC 0 14"OC 03.5" OC 1/2"0 AB 02'-0" OC 2x 456 15/32" 3x STUD AND 0.131 "O x 2 1/2" LTP4 OR A35 0.131 "O x 3 1/4" 5/8" OJ AB Ca 2'-3" OC OR SW2 ONE SIDE 2x LA 8 G 2" OC loll OC 2.5" OC 1/2"�7 AB 1 '-7" OC 2x 595 15/32" 3x STUD AND 0.131 "O x 2 1/2" LTP4 OR A35 0.131 "O x 3 1/4" 5/8"0 AB 0 1 '-6" OC OR 2SW3 TWO SIDES 2x FLAT BLKG 0 3" OC Cd 7" OC Ca 1.75" OC 1/2"0 AB 0 1 '-0" OC 2x 912 15/32" 3x STUD AND 0.131 "O x 2 1/2" LTP4 OR A35 0.131 "O x 3 1/4" 5/8"0 AB 0 1 '-1.5" OC OR 2SW2 TWO SIDES 2x FLAT BLKG �a 2" OC C 5" OC C 1.25" OC 1/2FO AB 00'-9.5" OC 2x 1190 1. REFER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS. 2. THE VALUES IN THIS TABLE ARE BASED ON HF GRADE STUDS AND HF GRADE PLATES & RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM. 5. AT ALL SILL PLATE ANCHOR BOLTS IN 2x6 WALLS, INSTALL 3 GA x 3" x 4 1/2" PLATE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 1/2" OF SHEATHED EDGE. FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3" x 3" PLATE WASHERS. 6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 7. 7/16" SHEATHING MAYBE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. F-1 MAIN FLOOR FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S 1 SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES. 2. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" MINIMUM THICKNESS WITH A 40/20 SPAN RATING WHERE FLOOR FRAMING IS SPACED AT 16" OC. ATTACH TO FRAMING BELOW WITH 10d COMMON NAILS AT 6" OC AT PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILS AT INTERMEDIATE FRAMING SHALL BE 10d COMMON SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x10 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BYA MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6, USE 4x12 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. WALL STUD FRAMING SHALL BE AS FOLLOWS. • 2x6 HF STUD Cd 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS. • 2x4 HF STUD Cd 16" OC FOR INTERIOR 4" BEARING WALLS. • 2x4 OR 2x6 HF STUDS 0 16" OC FOR INTERIOR NON -BEARING WALLS REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE. 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO. 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d C 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 8. FLOOR JOISTS SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" UNO. REFER TO DESIGN LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER. 9. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS PER MANUFACTURER'S SPAN TABLES. 10. EXPOSED STRUCTURAL ELEMENTS SHALL BE WRAPPED OR TREATED, RATED F� I O N ENVIRONMENT. 11. ALL NEW BEAMS ARE FLUSH UNO. Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z � o W W z W o 2 c '• W 3 uj V z uj � (Z ujca Q) 0) Q III O O 0 cn v, Q 1 _ O 1� U Lu O m m ���4 of wass �KAL 5'l �yti SSIDIVAL 02/ I4/ 22 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL Q 08109121 PERMIT SUBMITTAL © 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: MAIN FLOOR FRAMING PLAN SHEET NO.: S2.2 N co MST27 DRAG STUT FROM BEAM TO EXISTING RIM �\ 3 1/2" x 10 1/2" DF GLB W/ (2) JACK, (2) KING CONTINUOUS, CMSTCI6 ABOVE OPENING PER DETAIL 7/S4.2. EXTEND ACROSS ENTIRE WALL W/ (10) 10d INTO EA WALL & (10) 10d INTO HDR LSTA36 BEAM TO RIM LOCATION OF SHEAR WALL TO MATCH ROOF LEVELco — W U u- Ocr N Q _oW k Q_ T M� SECOND FLOOR FRAMING PLAN 1 SCALE: 1/4"= 1'-0" �A Q� 6x6 DF POST. CAP PER 6/S4.3 CONNECTION PER 11 /S4.2 3 1/2" x 9 1/4" DF GLB ALIGNE W/ INTERIOR I -BEAM 3 1/2" x 12" DF GLB HIP (FLUSH) LSSJ210, TYP ATTACH BEAM TO 10 RIM W/MST37 4.2 ITS2.37/9.5 BA 1.5619.5 TJI Ca 16" OC SW4 \SW4 U- = U O N � C - LUS28, TYP N 1>01 4 C GLTV7 H=9.5". PROVIDE WEB BLOCK TO STEEL BEAM U210 EXIST 9 1/2" TJI Ca 16" OC, TYP, UNO IUS3.56/9.5 Ia DBL JOIST I ATTACH LSL TO TOP OF RIM W/ LSTA36 N� ALIGN 1 3/4"x 9 1/2" N I W/ SHEAR WALL - HUC410 v� /11 I N 4� PT 4x8 HF#2 LSTA36 BEAM TO RIM MST37 DRAG STRUT 1 3/4"x 9 1/2"LSL. NAIL SHEATHING TO BEAM W/ 10d Ca 12" OC MIN 6" STEP BA1.81/9.5. INSTALL TO NAILER PRIOR TO STEEL BEAM LIFT I US2.37/9.5 9 1 /2" TJI 230 �a 12" OC . FLOOR SHEATHING TO 'STS PER PLAN NOTES - IUS1.81/9.5 EXIST 9 1/2 TJI'S EXIST 3 1/2" x 9 1/2" C� 16" OC PARALLAM CONTINUOUS, CMSTCI6 INSIDE & OUTSIDE OF DOUBLE SIDED SHEAR WALLS INSTALLED ABOVE OPENING PER DETAIL 7/S4.2. EXTEND ACROSS ENTIRE WALL W/ (14) 10d INTO EA WALL & (14) 10d INTO HDR LOCATION OF SHEAR WALL TO MATCH ROOF LEVEL r W 12x35 I US3.56/9.5 �a DBL JOIST PRE-MFR TRUSSES �a 24" OC (/) 4x 10 DF#2. EXTEND W TO BEAR ON CONC N WALL BELOW N T v� rye, Oct 'co Q �� 4� P v N STEEL BEAM O BEAR COMPL TELY ON POST 9 1/2" TJI 110 I �a 16" OC — IUS1.81/9.5 LUS410 3 1/2" x 9 1/2" 1.55E LSL L US410 3 1/2" x /2" 1.55E LSL P HU9 210 � � J EXIST 9 1/2" N TJI 16" OC W rn BA48 INSTALLED ATOP STEEL HEADER PER BEAM NAILER PRIOR TO STEEL BEAM LIFT PLAN NOTES, TYP 4x8 DF #2 T EXIST 3 1/2" x 9 1/2" PARA OVER WALL 3 M M C N �l cn rn� LL IUS1.8 /9.5 o � 9 1/2" JI 110 cap 16" OC, TYP G-� 3 SW6 A SW6 N O CL o� GYM FRAMING SHOWN ON ROOF FRAMING PLAN 4 I ALIGN TRUSS OVER SHEAR WALL. IN -PLANE SHEAR = 242 PLFASD PRE-MFR TRUSSES (a)24"OC 3 1/2" x 9" DF GLB W/ F(2)JACK, (1) KING PROVIDE (2) KING STUDS (MUD SILL TO DBL TOP PLATE), SIM TO 5/S4.1 2x6 12"OC FULL HT STUDS Ca CLEARSTORY U ME SW6 PRE-MFR TRUSSES (cry 24" OC 51/2"x 161/2"DFGLB. EXTEND BEAM OVER WALLS & PROVIDE CLIPS TO WALL BELOW PER SW SCHED PROVIDE (2) FULL HT STUDS (MUD SILL TO DBL TOP PLATE), SIM TO 5/S4.1 v v v v v v v v v v v v v v v v v v v v v FLOOR FRAMING FLAG NOTES: > CUT HDR BACK AS REQUIRED FOR I -BEAM INSTALL. PROVIDE (1) FULL HT STUD AT BEAM END NAILED TO 6x6 POST W/ 10d @a 12" OC. j EXIST 3 1/2 x 9 1/2" PARALLAM. PROVIDE (2) JACK AT EA SIDE OF OPENING. > ATTACH FINAL DECK ROOF RAFTER TO WALL STUDS W/ (1) FLATLOK PER WALL STUD. NAIL ROOF SHEATHING TO FINAL JOIST W/ 8d 0a 6" OC. w 2ND FLOOR FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S1 SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE FLOOR FRAMING PLAN OR IN THESE PLAN NOTES. 2. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" MINIMUM THICKNESS WITH A 40/20 SPAN RATING WHERE FLOOR FRAMING IS SPACED AT 16" OC. ATTACH TO FRAMING BELOW WITH 10d COMMON NAILS AT 6" OC AT PANEL EDGES, SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILS AT INTERMEDIATE FRAMING SHALL BE 10d COMMON SPACED AT 12" OC. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LAYOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x8 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BY MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6, USE 4x10 DF#2 SUPPORTED BY (2) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. WALL STUD FRAMING SHALL BE AS FOLLOWS: • 2x6 HF STUD Ca 16" OC FOR EXTERIOR WALLS AND INTERIOR 6" BEARING WALLS. • 2x4 HF STUD Ca 16" OC FOR INTERIOR 4" BEARING WALLS. r_Q • 2x4 OR 2x6 HF STUDS Ca 16" OC FOR INTERIOR NON -BEARING WALLS 8 REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE. 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO. 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d 0 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 8. FLOOR JOISTS SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 16" UNO. REFER TO DESIGN LOADS ON S-1 FOR ADDITIONAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING & BLOCKING AS REQ'D BY THE MANUFACTURER. 9. CONVENTIONALLY FRAME STAIRS PER TYPICAL DETAILS OR PROVIDE TIMBERSTRAND LSL STRINGERS PER MANUFACTURER'S SPAN TABLES. 10. EXPOSED STRUCTURAL ELEMENTS SHALL BE WRAPPED OR TREATED, RATED FjgtMM)b(j �IENT 11. ALL BEAMS ARE FLUSH, UNO (CC ��//'' LJ''VV Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lr) Z o 0 1--1 � W o W z W o c '• I..0 A a� V Lu W w 0) Q III PC V L � QW Z 1� U uj Ory� cL CL A. ()F WAg�l�G+ 40785 s1ONAL 021 I4122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL Q 08109121 PERMIT SUBMITTAL ® 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: SECOND FLOOR FRAMING PLAN SHEET NO.: S2.3 I HI REPLACE EXISTING HEADER W/ 4x6 DF#2 H1 OR TRUSS SC, EVERY 07 RAFTER TO E CONT CMSTCI6 ABV OPE) PER DETAIL 7/S4.2. EX7 ACROSS ENTIRE WALL W 10d INTO EA WALL & 1 1-1 1 -1 1 1 - -1- 1 -- I - - -1 ml ROOF FRAMING PLAN SCALE: 114" = 1 '-0" SEE S2.3 FOR SUPPORT FRAMING ROOF FRAMING PLAN NOTES: 1. REFER TO THE STRUCTURAL NOTES AND SCHEDULES ON THE S 1 SHEETS AND TO THE TYPICAL WOOD 4 4 FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON ■ O .� THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES. 0 8 V 2. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN JOIST SPACES AT THESE LOCATIONS. 3. ATTACH EACH END OF EVERY OTHER ROOF RAFTER TO THE EXTERIOR WALL TOP PLATE OR BEAM BELOW WITH A SIMPSON H1 CLIP. 4. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d @a 12" OC. PROVIDE 2" MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM. 5. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE. 6. + + HATCHED AREAS INDICATE OVERFRAMING AT 24" OC PER THE TYPICAL ROOF FRAMING DETAILS. 7. ROOF FRAMING IS EXISTING PRE-MFR'D TRUSSES UNO ONPLAN REVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z c) W W Z W o " c uj V Lu uj Cy) cLQ Q III 0 0 rn Cy)0 Z 1 _ O (Z 1� U W O cr A. OF WAS$ O `ORAL4078 S' SSIONaL � OZ/ I4/ 22 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL Q1 08/09/21 PERMIT SUBMITTAL ® 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY. JMD CHECKED BY: CAB SHEET TITLE: ROOF FRAMING PLAN SHEET NO.: S2.4 1 COLUMN PER PLAN W/ SIMPSON CPTZ OR ABU SIZED FOR COLUMN USED. 0Lu 8" MIN SQUARE OR ROUND CONCRETE PLINTH W/ (4) #4 HOOKED VERTICAL BARS & #3 TIES 9a 6" OC. REFER TO ARCH D WGS FOR TOP OF CONC ELEV. rFINISHED GRADE PER ARCH OR CIVIL DWGS I I TOP OF PIER FLUSH WITH LL GRADE OR EXTEND 2'-0" MAX ABOVE GRADE. REFER TO ARCH O •cc O 81, M U ol SIZE AND REINF PER PLAN AND SCHED' 0 EXTERIOR COLUMN DETAIL SCALE: 1"= l'-0" WALL FRAMING, SHEATHING, SILL PLATE, AND ANCHOR BOLTS PER STRUCTURAL NOTES, PLANS, AND SCHEDULES ADDITIONAL TOP BARS PROVIDE MIN OF (1) #5 WHERE REQUIRED PER CONT AT SHEAR WALLS HOEDOWN DETAIL FOR SUPPORTING ANCHOR BOLTS IN PLACE UNO ON SLAB ON GRADE AND FOUNDATION PLAN SUBGRADE PER FOUNDATION PLAN a II X a X X—X� IpC X—X—X X g III Z� a 0.0 0 0.0 o.Oo co 0.00 00 00 00 Opo 00 °� o • • o' 00 p0 00 0 o a o 0 o 000 0 0 0 Li U 1 1 MAXIMUM SLOPE SIZE & REINF PER PLAN & SCHED 1 TYPICAL INTERIOR FOOTING SCALE: 1"= 1'-0" �0 HOEDOWN, CHORD, & SCREWS PER SCHED .. .. THREADED ROD & EPDXY PER HOEDOWN SCHED ° ° EXISTING SLAB -ON -GRADE II II o II Z U II C/) '— II II IL II cc d u a a EXIST STEM OR WALL POST -INSTALLED HOLDOWN DETAIL EXIST STUD FRAMING. VFY/PROVIDE SHEATHING &10 NAILING PER SW SCHEDULE 10 PANEL EDGE NAILING PER SW SCHED FINISHED GRADE SLOPED AWAY FROM BLDG PER ARCH W ° d — d it .. �. • . D EXIST SILL PL. PROVIDE ANCHOR BOLT W/ SIZE AND SPACING PER STRUCTURAL NOTES, PLANS, OR SW SCHED EXIST SLAB ON GRADE 0.00 O� V' O� V0 O O°°o° OR 0150 EXISTING STEM WALL SCALE: 1 " = 1 '-0SCALE: 1 " = 1'-0" STRAP PEF P AN OVER SILL PLATE NAILING SHEATHING ENTERED FROM SILL TO BEAM ON BEAM EN I. AIL TO 2x PER PLAN AND SW FLAT BLOCK N IN WALL. SCHED. 1 O 1 b O/ O 1 m O O O O 1 d z d .d d v d d C d 4 d d 11.4 c . .4 d d . d. d d SECTION 0 SCALE: NTS 5 1/2" MIN BEAM PER PLAN EXIST STEM WALL (5) 5" TITEN HD 0 6" OC 8" FROM STEM CORNER. NOTE. - SHEATHING NOT SHOWN FOR CLARITY. EXISTING STEM WALL & FOOTING PER PLAN WOOD COLUMN & POST BASE PER PLAN MAT FTG PER PLAN EXIST SLAB ON GRADE r6o' ° °O °00 °a°°0 gO °d 1� 1 MAXIMUM SLOPE ADD #4 0 16" OC AROUND PERIMETER EXTEND TOP BARS 3" INTO EXIST SLAB EA SIDE W/ SIMPSON SET-XP EPDXY II d °°0°�0 '0'_ II a 000 0 (Doo 0600 e e —_ CONT BENTONITE _ STRIP AT JOINTS, TYP Ca PERIMETER —III ICI_ �I STRUCTURAL FILL PER S 1.1 DOWN TO FIRM NATIVE SOIL SIZE & REINF PER PLAN & SCHED INTERIOR SPREAD FOOTING Cap EXIST SLAB SCALE: 1 " = 1 '-0" WOOD COLUMN & POST BASE PER PLAN AND SCHED SLAB ON GRADE AND SUBGRADE PER FOUNDATION PLAN a z �K X� X—XX —XX O=�T000.009�0' I I oopo 9� �j ( oo�o0 C 0�o0C3 00 0 0 "o ,-N O O O cc 1 O -111 U 1 MAXIMUM SLOPE SIZE & REINF PER PLAN & SCHED 0 TYPICAL INTERIOR SPREAD FOOTING 7 SCALE 1 "= 1'-0" 2x FLAT BLKG Ca 4'-0" OC PLACED TIGHT TO SILL AND JOIST. PROVIDE (3) 10d EA BLOCK. I -JOIST PER PLAN. FLOOR SHEATHING & NAILING PER PLAN NOTES NOTE: REFER TO BEARING FOUNDATION AT CRAWLSPACE DETAIL FOR INFORMATION NOT SPECIFICALLY CALLED OUT. STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING, PER SW SCHEDULE PANEL EDGE NAILING PER SW SCHED TYP Ca ALL BOTTOM & SILL PLATES PT SILL PL RIPPED TO WIDTH OF STEM WALL, W/ PT TREATMENT BRUSHED ON RIPPED EDGE. ANCHOR BOLT SIZE AND SPACING PER STRUCT NOTES OR SW SCHED SLAB ON GRADE ELEVATION PER ARCH SILL PLATE NAILING PER SW SCHED JOIST PER PLAN W/ MOISTURE BARRIER BTWN CONCRETE & JOIST END. FLOOR SHEATHING & NAILING PER PLAN NOTES TOP FLANGE HANGER PER PLAN #4 @a 12" OC HORIZ W/ (2) CONT AT TOW #4 0 18" OC VERT z CL CL O — — O O lu CIL 8 c� U SIZE AND REINF ALT HOOKAS P SHOWN BEARING FOUNDATION AT CRAWLSPACE 81 SCALE: 1 "= 1'-0" 2 ---------------------------- --------------------------- 8" MIN SQUARE OR ROUND CONCRETE PLINTH W/ (4) #4 HOOKED VERTICAL BARS & #3 TIES a 6" OC. REFER TO ARCH DWGS FOR TOP OF CONC ELEV. FINISHED GRADE PER ARCH OR CIVIL DWGS TOP OF PIER FLUSH WITH Z I I I— BOT OF SLAB a w� o 0 0 owe 8 M U PLACE ALL FOOTINGS ON SIZE AND REINF NATIVE, UNDISTURBED PER PLAN AND SCHE SOIL OR STRUCTURAL FILL PER S 1.1 SECTION 10 SCALE: 1 " = 1 '-0" ION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT CD Z o W W Z W o �i uja� A 3 3 LQ CU C W Q 0 c� O Q 0 Cn Z 1 _ O U Lu O cr A. 1PAS$j�� sI01VAL 32114122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL Q1 08109121 PERMIT SUBMITTAL 20 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: FOUNDATION DETAILS SHEET NO.: S3.1 --------Fl---- 1.I I•I II II II II II II I STAGGER NAILS ON EA SIDE OF PANEL JOINT HEADER WITH CRIPPLE STUDS PER PLAN IIII WHERE REQUIRED ON III I I SHEAR WALL SCHED I I 1 I I (WHERE APPLICABLE) I I•I I 1 1 I I 1 IIII 1 1X1 I 1.1 I•I 1y I I I I II II I I 1 1 I I II II I•r I• •{ 1 {{ 1 FULL -HEIGHT HOLDOWN I IIII I•II III I I 1 CHORD PER SCHEDULE. 1•I I I 1. 1 PROVIDE PANEL EDGE I �•� j I j I I j •1 NAILING. IIII 1I•II IIII IIII I I I I 11 II II II 1•I II I• 1 I.I I• I 1 I PT SILL PLATE IN/ANCHOR I1.1I IIII I 11 II II II �.� j I j I I I I.I j• I BOLTS PER SHEAR WALL IIII I I I I I .I SCHEDULE. PROVIDE IIII I 1•I I.I 1. 1 SIMPSON BP PL WASHERS I I I I I I I I •I WITHIN 1/2" OF SHEATHING. I I I I j• PROVIDE PANEL EDGE I I I I 1 1 NAILING INTO SILL PL. II II I.I I CONCRETE STEM OR FTG I I I I II 1.1 I• 1 •I 1 i• I II 11 II 11 AB SIZE AND SPACING PER PLAN AND SHEAR WALL SCHEDULE, TYP NOTES.- 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. TYPICAL SHEAR WALL DETAIL SCALE: 3/4" = 1 '-0" BEAM PE AND SCh SIMPSON L A35 EACH COL PER P SChI� LV � JOIST FRAMING nrn PLAN & SCHED( STUD WALL FRAMING PER PLAN & NOTES COL P VVI IL{JVLL ------ I' II II II II II II II II II II II II II II II II II II II II 1.1 II II II II 1 1 II II 1I 1 11 1 I FRAMING AT ADJOINING 1 PANEL EDGES PER j l 1 • 1.1 SHEAR WALL SCHED I • i / I II ii ii 11 11 II II II 11 11 II II II 11 1 II II 1 1• I I I•I I•I 1• 11 I'I II II II ��—� r--=--=---=--•I I --_-- 1.1 I I I•I I•I 11 I'I II II 11 II II II 11 II II II 11 II II II 11 11 II II 1.1 I I I•I I•I 11 I'I II II 11 II II II 11 II II II 11 II II II 11 II II II 1.1 I I I•I I•I 11 I'I II II 11 II II II 11 II II II 11 II II II 11 II II II 1.1 I I I•I I•I 11 I'I II II II II I II II 11 II II 11 II II 11 1L———1L------1 'I —III- II II RIM BOARD OR BLOCKING BEAM WIDTH, UNO BEAM WIDTH, UNO PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL TYPICAL FLUSH BEAM SUPPORT DETAILS SCALE: 1 " = 1 '-0" PANEL EDGE NAILING PER SHEAR WALL SCHEDULE. PROVIDE EDGE NAILING �a HOLDOWN CHORDS SHEATHING PER SHEAR WALL SCHEDULE W/ FIELD NAILING 0 12" OC HOLDOWN CHORD PER SCHEDULE. REFER TO TYPICAL BUILT-UP COLUMN DETAIL ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINK FOR HOLDOWN BOLTS NOTES: 1. PANELS SHALL BE 4' x 8' EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24". 2. NAILING SHALL BE PER PLAN AND NOTES. MINIMUM NAIL SPACING IS 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE FRAMING, UNO. FRAMING AND SPACING PER PLAN (SHEATHING NOT SHOWN FOR CLARITYAT FRAMING) CONT. PANEL EDGES. PROVIDE 2x OR 3x BLKG TIGHT TO FRAMING WHEN SPECIFIED. 4' x 8' SHEATHING PANEL, TYP. STAGGER PANELS 4' PERP. TO FRAMING TYPICAL FLOOR/ ROOF SHEATHING DETAIL HOLDO INN ANCHOR PER % SCALE. NTS SCHEDULE SIMPSON CNW COUPLER NUT W/ SIZE TO MATCH HOLDOWN ANCHORAGE PROVIDE SOLID BLKG 0.131 "O x 3" NAILS 12" OC EQUAL TO WIDTH OF 2 1/4"END STAGGERED FACE NAILING TYPICAL HOLDOWN CHORD ABOVE DISTANCE, TYP FULL LENGTH OF DBL TOP PLATE TOP CHORD 3" OC SPLICE SPACING BOTTOM (2) ROWS OF (6) 0.131 "O x 3" NAILS CHORD C5 3" OC EA SIDE OF SPLICE SPLICE CONC STEM PROVIDE CONT TOP PLATES WALL & FTG WHERE LENGTH IS 12' OR LESS 6'-0" MIN BETWEEN SPLICES. ol SPLICES OCCUR AT � OF VERT STUDS LENGTH OF NOTCH SHALL ~ m NOT EXCEED 1/3RD THE O JOIST DEPTH O PRE -DRILL HOLE AT CORNERS OF NOTCHES. DO NOT OVERCUT NOTCH AT END OF JOISTS SHALL NOT EXCEED 1/4 THEJOIST DEPTH. DO NOT NOTCH WHERE PRACTICABLE. 0 ow MAX HOLE O SHALL NOT EXCEED 40% THE STUD DEPTH (LE. 2 1/4" FOR 2x6, 1 1/4" FOR 2x4). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. W 0 OR HOLE O 1/4 OF STUD WIDTH MAX Z N 5/8" MIN CLR TO EDGE TYPICAL TOP PLATE SPLICE DETAIL SCALE: 1 " = 1 '-0" MAX HOLE O SHALL NOT EXCEED 1/3 THE JOIST DEPTH (I.E. 3" FOR 2x10, 3.75" FOR 2x 12). MINIMIZE HOLE DIAMETER WHERE POSSIBLE. m ~O mm U �s zm BOO N 2x JOISTS PER PLAN OR SCHEDULE. REFER TO MFR RECOMMENDATIONS FOR I -JOIST HOLES AND NOTCHES. NOTE. 1. NOTCHES ARE NOT PERMITTED IN THE MIDDLE 1/3 OF THE JOIST SPAN. 2. NOTCHES ARE NOT PERMITTED ON THE BOTTOM (TENSION FACE) OF JOISTS WHERE THE WIDTH IS 4x OR GREATER. ALLOWABLE HOLES & NOTCHES SCALE: 1 " = 1 '-0" PANEL EDGE NAILING PER SHEAR WALL SCHEDULE m m� W U N M ~ 0 ADJACENT NAILS IN A ROW ARE TO BE DRIVEN FROM OPPOSITE SIDES, TYP (3) STUDS MAX TO BE USED FOR BUILT-UP COLUMNS UNO ON PLANS 8" OC MAX SPACING BETWEEN ADJACENT NAILS IN A ROW STAGGER NAILS EA SIDE OF STUD WITH 1 1/2" EDGE DISTANCE. PROVIDE 0.148" x 3" NAILS FOR (2) STUDS & 0.207" x 4 1/2" NAILS FOR (3) STUDS. PROVIDE (1) ROW OF STAGGERED NAILING FOR 2x4 STUDS. PROVIDE (2) ROWS FOR 2x6 STUDS. TYPICAL BUILT-UP STUD COLUMN DETAIL SCALEI"= 1'0" SIMPSON A35 AT EXT WALLS WITH SPANS GREATER THAN 6' (6) 0.131"0x3" NAILS EA END TYPICAL WALL STUDS PER PLAN OR NOTES TYP BUILT-UP STUD NAILING (1) FULL HT STUD UNO ON PLANS OR COL/HOLDOWN SCHEDULES. TYPICAL HEADER DETAIL SCALE: 1"= 1'-0" NAILING PER BUILT-UP STUD DETAIL PANEL EDGE NAILING PER SW SCHEDULE WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION B. 'T' INTERSECTION DBL TOP PLATE PER TYP DETAIL BEAM/HDR PER PLAN AND NOTES CRIPPLE STUDS PER PLAN, NOTES, OR COL SCHED PANEL EDGE NAILING PER SHEAR WALL SCHEDULE NAILING PER BUILT-UP STUD DETAIL WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP TYPICAL SHEAR WALL INTERSECTION DETAIL SCALE: 1"= l'-0" REVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z H W W N Z W o �i c • °• I.. j •60 a, A 3 3 Lu CU 0 W CK) 0) Q III 0 L 0 4 Q Q0 Z O i� U ui O m m O A. 1PASxl�� O `�Rr1L 5' sslONAL 02114122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL 1 08109121 PERMIT SUBMITTAL 2 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: WOOD FRAMING DETAILS SHEET NO.: S4.1 STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP Cad SILL & DBL TOP PLATE BREAK SHEATHING AT PLATE CONTINUOUS LSL OR LVL RIM BREAK SHEATHING AT PLATE SILL PLATE NAILING PER SW SCHED NOTES 1. CONTRACTOR MAY SPLICE WALL SHEATHING AT RIM CENTERLINE AS AN ALTERNATE DETAIL TO BLKG OR CLIPS AT TOP PLATE. 2. NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 SILL PLATE NAILING PER SW SCHED FULL DEPTH BLKG AT ALL COLUMNS & HOLDOWN CHORDS I -JOISTS PER PLAN AND SCHED WITH (2) 10d THRU BOT FLANGE TO TOP PL, TYP. FLOOR SHEATHING & NAILING PER PLAN NOTES 2x4 BLKG OR FRAMING CLIP W/ SPACING PER SW SCHED EXTERIOR BEARING WALL DETAIL SCALE: 1 " = 1 '-0" HOLDOWN & FASTENERS PER PLAN & SCHED FILL JOIST SPACE WITH BLKG TO MATCH TOTAL WIDTH OF STUD COLUMN ABOVE FLOOR FRAMING PER PLAN ADDITIONAL TRIMMER STUD WHERE REOD AT FACE OF OPENING FULL HEIGHT CHORD PER HOLDOWN SCHED. SISTER TOGETHER PER TYP BUILT-UP STUD DETAIL STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP Cad SILL & DBL TOP PLATE LVL OR LSL BLKG SILL PLATE NAILING PER SW SCHED HOLDOWN & FASTENERS PER PLAN & SCHED FILL JOIST SPACE WITH BLKG TO MATCH TOTAL WIDTH OF STUD COLUMN ABOVE FLOOR FRAMING PER PLAN ADDITIONAL TRIMMER STUD WHERE REOD AT FACE OF OPENING FULL HEIGHT CHORD PER HOLDOWN SCHED. SISTER TOGETHER PER TYP BUILT-UP STUD DETAIL FLOOR TO FLOOR HOLDOWN DETAILS SCALE:1"= 1'-0" CENTER STRAP AT EDGE FLOOR SHEATHING PER PLAN OF WALL NOTES WITH BOUNDARY NAILING FULL LENGTH OF RIM, JOIST, OR ALIGNED SHEAR WALL & DRAG STRUT BEAM PER PLAN DRAG STRUT BEAM PER PLAN I I II I I I I o' ' .o 'o •o 0 0 I I IIIII DRAG STRUT STRAP PER PLAN. FILL ALL NAIL HOLES UNO. ALTERNATE LOCATION FOR STRAP IS BOT OF DRAG STRUT TO TOP PLATE OF SHEAR WALL. STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED TYPICAL DRAG STRUT DETAIL SILL PLATE NAILING PER SW SCHED FULL DEPTH BLKG AT ALL COLUMNS & HOLDOWN CHORDS I -JOISTS PER PLAN AND SCHED WITH (2) 10d THRU BOT FLANGE TO TOP PL, TYP. LAP JOISTS FOR FULL BRNG ON WALL UNO BY MFR. 2x4 BLOCKING OR FRAMING CLIP W/ SPACING PER SW SCHED INTERIOR BEARING ON BOTH SIDES INTERIOR BEARING WALL DETAIL SCALE: 1 " = 1 '-0" 1"TYP / GAP: 1/8" MIN, 2 3/4" MAX (1 1 for TJI ® 560)kTIGHTFIT NAILING PER TABLE WEB STIFFENER BOTH SIDES PER TABLE STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED SILL PLATE NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP Cad SILL & DBL TOP PLATE NOTE: NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 2304.9 SECTION PANEL EDGE NAILING PER SHEAR WALL SCHED FULL DEPTH LVL OR LSL BLKG ALONG FULL LENGTH OF WALL SILL PLATE NAILING PER SW SCHED WEB BLKG PER 8/S4.2 EXIST CANTILEVERED I -JOISTS PER PLAN AND SCHED WITH (2) 10d THRU BOT FLANGE TO TOP PL, TYP. FLOOR SHEATHING & NAILING PER PLAN NOTES. 2x4 BLKG OR FRAMING CLIP W/ SPACING PER SW SCHED STUD FRAMING PER PLAN OR NOTES. DOUBLE SIDED SW SHEATHING & NAILING PER SW SCHED PT 2x LEDGER TO MATCH DECK JOIST DEPTH (2x8 MIN). PROVIDE 4" LEDGERLOK Ca 6" OC FOR JOIST SPANS UP TO 8'-0" & Cad 4" OC FOR JOIST SPANS UP TO 12'-0'; OR PER PLAN. STAGGER SCREWS TOP & BOT W/ 1 3/4" MIN EDGE DISTANCE PT 2x DECK JOISTS W/ SLOPE PER PLAN NOTES 1. REFER TO TYPICAL STUD WALL DETAILS FOR INFORMATION NOT SPECIFICALLY CALLED OUT. 2. REFER TO ARCH DINGS FOR FLASHING, DECK SURFACE, ETC. DECK DETAIL SCALE: 1"= P-0" \ T f SCALE: 1 " = V-0" EXIST RIM EXISTING I -JOISTS T17----TI----TjT----rT----TI-----1T----�r---TI-----r� T1T1----TI----TjT----rT _rI-----1T----�r---TI----7fr ___ -- -_- III I I I I I I I I I I I I SHEATHING PER SHEAR 1111 I I III I I I I I I III I I I I I IIIj I I I I I I I I I I I III II I I IWALL SCHEDULE W/ PANEL 1111 I I III I I I I I I III I I I I I Jill I I III I I I I I I III I I III EDGE & FIELD NAILING AT I I I I I I III I I I I I I III J J I I I Jill II III II II II III 11 III IIII II III II II II III JJ III IIII I I I I I---_JL---- I I 11 III ALL WALL SEGMENTS AS I I I J, - _ I I - _ 1 1 WELL AS ABOVE & BELOW III _ - I I _ _ -41 1 11 I I I r-- III IIII -- IIII III ROUGH OPENINGS 1111 II IIII IIII II III II 1111 1111 11 IIJI J111 11 III IIII II 1111 IIII II Jill I I I I I I CONTINUOUS STRAP W/ 1 1 1 1 I I 1111 11 IIJI Jill I I ill 1111 11 IIJI J111 II III IIII I I IIII LENGTH AND NAILING PER IIII 11 III III 1 I I IIII J J I I J J I I I I I I Jilj I I I I j I PLAN. PROVIDE STRAP IIII J J III 2x HF BLKG, TYP Ca STRAP IIII 11 III LOCATIONS 1111 11 IIJI Jill I I ill IIII I I I I I I ABOVE & BELOW OPENING IIII J J III 1111 11 IIJI Jill I I ill IIII I I I I I I AS APPLICABLE &NAIL TO IIII J J III SILL PLATE 1111 11 IIJI Jill 1 1 ill IIII I I I I I FRAMING OR BLKG IIII J J III NAILING PER PLAN 1111 11 IIJI Jill I I ill J Ill &SIN SCHED III IIJI11 II III PANEL EDGE NAILING PER 1111 11 IIJI Jill 1 1 ill 1 JI IIIj I I I I I I l j j 11 III SHEAR WALL SCHEDULE. 1 1 1 I I IIJI J J I I J J I I I IIII I I I I I I IIII 11 I PROVIDE EDGE NAILING Cad 11 1 I I IIJI J I 1 1 I I I I I IIII I I Jill 1111 11 I HOLDOWN CHORDS. I I 1 I I IIJI Jill 1 1 ill IIII I I IIJI IIII 1 1 III NAILS NOT SHOWN FOR III I I IIJI Jill I I ill IIII II IIJI JJII JJ III I I I L-_- I I J 111 III I I _J 11 CLARITY. III =__q p= --1 I I, ill �Zi 1----1 I I ==� END STUDS PER III 1 I I Jill IIII J J ill IIII I I J I 1 1 IIII I I III HOLDOWN PER III I I I Jill IIII I I ill IIII I I Jill I J 1 1 I I ill HOLDOWN SCHEDULE PLAN AND III 1 I I IIJI IIII J J ill IIII I I IIJI IIII I I III SCHEDULE AT 1 1 1 1 1 1 Jill IIII I I ill IIII II 1111 1111 II I EA END IIII II IIJI IIII I III IIII I I IIJI I J 1 1 I I J HOLDOWN PER PLAN AND J J l 1 I I Jill IIII I I ill IIII II IIII 1111 II IIII I I IIJI IIII I I III SCHEDULE AT EA END 1 1 1 1 1 1 IIJI 1 1 11 11 ill 1111 11 1111 IJ11 II 111 Ill II Jill IIII II III 1111 11 JI11 IIII II III 111 J IIJI Jill 11 III III II 1111 IIII II 1 IIII I J111 IIII II III II Ills IIII II 11 I I IN III, IIII II I III II 1111 IIII JJ II NOTE: 1 111 11111 IIII II Ill III I I IIII I III I I i 1 I REFER TO THE TYPICAL 1 1 T 1 I IIJI J J I I J J I I 1 I LL_ J1_ SHEAR WALL DETAIL FOR1__LI_1___________________LL_______J_1________ INFORMATION NOT II II II II II II SPECIFICALLY CALLED OUT II L L ji jj II II IIII II II II II II II II III �} �} Ilfl II II II II II II II Ifl IIII II II II II II II II III - l—IF, - -� � 1—I III -ml LI I i l- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 FORCE TRANSFER AROUND DOOR OPENING Cad FOUNDATION FORCE TRANSFER SHEAR WALL DETAILS SCALE:NTS WHERE POINT LOAD LANDS ABOVE AND NO SUPPORT BELOW, INSTALL WEB STIFFENER TIGHT TO TOP FLANGE WITH GAP AT BOTTOM TJI® JOIST SERIES DEPTH MINIMUM WEB STIFFENER NAILING REQUIREMENTS TYPE NUMBER OF NAILS END INTERMEDIATE 110 ALL 5/8" x 2 5/16" 8d (0.113" x 2 1/2 ) 3 3 210 3/4" x 2 5/16" (" 230 & 360 7/8" x 2 5/16" s31 & s33 1 "x 2 5/16" (1) 560 & s47 ALL 2x4 (2' 1 " x (1) PS1 OR PS2 SHEATHING, FACE GRAIN VERTICAL (2) CONSTRUCTION GRADE OR BETTER TJI WEB STIFFENER DETAIL DIAPHRAGM BOUNDARY NAILING EXISTING STUD PER PLAN NOTES WALL PER PLAN 2x6 BLOCKING W/ (3) 10d EA WALL STUD 0.148"0 x 3 1/2" NAILS Cad 6" OC 2x NAILER FULL Izz"l— WIDTH OF BEAM BEAM PER PLAN EXISTING FLOOR EXIST JOISTS W/ TOP SHEATHING FLANGE HANGER PER PLAN \ /I \/I VI nl / \I FLOOR JOISTS TRUSS PER PLAN PER PLAN 2x DF BOT NAILER W/ INSTALL 12" WIDE WEB 1/2"0 x 3 1/2" THREADED 8d Cad 6" OC BLOCK W/ (4) 5/8"Q1 BOLTS STUDS AT 24" OC Ca LOCATIONS WHERE STAGGERED BEAMS INTERSECT I -BEAM STEEL BEAM PER PLAN FORCE TRANSFER AROUND DOOR OPENING FLOOR LEVELS SECTION 0 � SECTION Z& Sd Ca 6" OC 2x DF NAILER RIPPED TO WIDTH OF FLANGE W/ 1/2"0 x 1 1/2" THREADED STUDS AT 24" OC STAGGERED l-JOISTS W/ TOP FLANGE HANGERS PER PLAN. I -BEAM PER PLAN 3/16 11 SECTION SCALE: 1 " = 1 '-0" PL 1/2"x 7" WIDE x 11 " DEEP CENTERED ON I -BEAM WEB PL 1/4"x 6 1/2"x 0'-8" 3/4"A307BOLT, TYP WOOD BEAM PER PLAN N 1 1/2" BRNG PL 1/2" x BM WIDTH + 1/2" x 0'-8" 1/4 TYP TYP 1EVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z GC W CO W Z W o c ': '` I.. j A q) 3 3 3 V W 00 m III cc 4 cn v , Q � 1 _ O CIO 1� U W O c A. WAS$ kL5 �~ `MORAL OZ/ Z-/ 22 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL 1Q 08109121 PERMIT SUBMITTAL 2Q 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY: JMD CHECKED BY: CAB SHEET TITLE: WOOD FRAMING DETAILS SHEET NO.: S4.2 SCALE: 1 " = 1 '-0" \ / SCALE: NTS SCALE: 1 " = 1 '-0" SCALE: 1 " = 1 '-0" NOTE: 1. POSTS MAYBE INSTALLED ON EITHER SIDE OF RIM. 2. REFER TO TYPICAL GUARD ELEVATION FOR ADDITIONAL INFORMATION NOT SPECIFICALLY CALLED OUT. 3. REFER TO BOTH PARALLEL & PERPENDICULAR CONDITIONS FOR INFORMATION. POST C RIM PARALLEL TO JOIST TYPICAL GUARD SECTIONS SCALE. 1 " = 1 '-0" (2) 1 /2 "O i w/ WASHL.. , ... TYPICAL GUARD ELEVATION SCALE. 1 " = 1 '-0" BEAM PER PLAN SIDE PL 1/4"x 3 1/2"x 7 1 /2" W/ (2) 1 /2"O THRU BOLTS _R PLAN SECTION 2x DF NAILER RIPPED TO WIDTH OF FLANGE W/ 5/8"0 x 2 1/2" THREADED STUDS Ca 16" OC STAGGERED EA SIDE OF WEB. WF BEAM PER PLAN 2x NAILER AS REQ'D FOR ARCH FINISH W/ 5/8"0 x 1 1/2" THREADED STUDS Cd 24" OC 4x4 GUARD POST PER TYPICAL GUARD ELEVATION. DO NOT NOTCH. RIM JOIST PER FRAMING PLAN DECK FRAMING PER PLAN EDGE BEAM PER FRAMING PLAN DECK FRAMING PER PLAN 1800 LB TENSION 1800 LB TENSION STRAP EA SIDE OF STRAP C@ JOIST. IF BLKG POST BTWN JOISTS, PROVIDE (1) STRAP 0 2x BLKG 0 EA POST. EA ADJACENT JOIST ADD (3) 10d RING SHANK NAILS EA SIDE POST cr RIM PERPENDICULAR TO JOIST STUD WALL 5" LEDGERLOK (WHERE OCCURS) THRU SILL & BEAM INTO BLKG BEAM PER PLAN. WEB 0 24" OC STIFFENER PER 8/S4.2 --� 6" STEP 2x DF BOT NAILER W/ 1/2"0 x 3 1/2" L 1 JOISTS &BEAMS W/ THREADED STUDS AT 24" OC HANGERS PER PLAN. STAGGERED. PROVIDE (2) STUDS MIN AT LOCATIONS WHERE BEAMS ARE ATTACHED TO NAILER. � SECTION 0 TYPICAL WOOD NAILERS TO STEEL FRAMING SCALE: 1 1/2" = 1'-0" NOTE: 1. REFER TO ARCH DWGS & IBC FOR DIMENSIONAL TOLERANCES OF STAIRS & LANDINGS. 2. PROVIDE GUARD AND HANDRAILS AS REQUIRED PER IBC. 3. MAXIMUM STRINGER SPAN IS 8'-0". PROVIDE INTERMEDIATE SUPPORT WHERE SPANS EXCEED THIS. TREAD & RISER PER ARCH. USE 2x12 NOTCHED STRINGER TREADS PER ARCH. 1 1/8" PLYWOOD TREAD UNO. FRAMING PER PLAN W/2x6 REINFORCEMENT USE 1 1/8" PLYWOOD & 8' MAX SPAN TREAD UNO. 2x BLKG TIGHT TO STRINGERS 2x12 NOTCHED PT 2x THRUST PLATE TIGHT TO STRINGER w/2x6 STRINGERS. PROVIDE (2) HILTI REINFORCEMENT X-DNI FASTENERS EA BLOCK w/ 2" MIN EMBED INTO FTG. 2x6 TOP RAIL. ATTACH TO EA POST w/ (3) #12 x 3" SCREWS OR (3) 16d RING SHANK NAILS 2x4 TOP & BOT. ATTACH TO POST w/ (2) 8d RING SHANK NAILS OR (2) #8 x 2 1 /2" OR LONGER SCREWS NOTE: REFER TO TYPICAL GUARD SECTIONS FOR INFORMATION NOT CALLED OUT. 2x2 BALUSTER TYP 4x4 POST, TYP. DO NOT NOTCH CEDAR DECKING UNO BY OWNER RIM JOIST PER FRAMING PLAN 2x BLKG C EA STRINGER AT LANDINGS. ADD (3) 10d 16" OC MAX NAILS EA SIDE UNO ON PLANS SIMPSON LSSU210-2 EA STRINGER STRINGER W/ (3) 10d TYP EA SIDE OF MID -SPAN BEAM EA STUD AT WALLS. WHERE APPLICABLE STRINGER C BEAM OR LANDING STRINGER SECTION TYPICAL STAIR DETAILS SCALE:1"= l'-0" DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES. PROVIDE 8d CO6" OC MIN. FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF. TRUSS MFR TO PROVIDE TRUSS BLOCKING IF DEPTH AT WALL GREATER THAN 2x12 FRAMING. ROOF SHEATHING AND NAILING PER PLAN NOTES. PROVIDE DIAPHRAGM BOUNDARY NAILING FULL LENGTH OF DRAG TRUSS. PRE-MFR ROOF TRUSS PER PLAN. DESIGN TRUSS FOR AN ALLOWABLE IN -PLANE SHEAR LOAD OF 260PLF FROM ROOF SHEATHING TO SHEAR WALL UNO ON PLANS. 2x4 BLKG OR FRAMING CLIP W/ SPACING PER SW SCHED r PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE SILL PLATE NAILING PER SW SCHED SILL PLATE NAILING PER SW SCHED PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED. STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER SW SCHED SECTION SCALE. 1 " = 1 '-0" TRUSS ALIGNS WITH SHEAR WALL DRAG TRUSS SECTION zL SCALE: 1"= 1'-0" 2x4 BLKG W/ SILL PLATE NAILING OR FRAMING CLIP PER SW SCHED PRE-MFR ROOF TRUSS PER PLAN WITH (3) 10d TOE NAILS TO TOP PLATE. ROOF SHEATHING & NAILING PER PLAN NOTES. SIMPSON TIE AT EACH END OF TRUSS PER PLAN NOTES. 0 00- �oo 0 2x12 NOTCHED STRINGER @a 16" OC MAX SPACING W/ 8' MAX SPAN. DO NOT OVERCUT TREAD OR RISER NOTCHES 2x6 SISTERED TO SIDE OF2x12 W/ 00 0oo (2) ROWS OF 10d NAILS STAGGERED C 6" OC AS SHOWN 0 FTG PER PLAN Cz � C J M U STRINGER 0 LOWER LANDING SHEAR PON WITHIN TRUSS SPACE. SHEATHING, AILING, AND FRAMING TO MATCH SHEAR WALL BELOW. SILL PLATE NAILING-REFR SW SECTION 5 SCALE:NTS DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES NAILING PER SW INSTALL ATTIC SHEATHING ON SAME SIDE AS SHEAR WALL BELOW EXIST PRE-MFR'D TRUSSES PER PLAN PANEL EDGE NAILING PER SW SCHED TYP AT DBL TOP PLATE BLKG, NAILING, FORCE TRANSFER STRAP PER PLAN STUD FRAMING PER PLAN OR NOTES. SHEATHING & NAILING PER -� SW SCHED 0 2x4 (MIN) DF#2 OUTRIGGER EA SIDE OF HIP BEAM W/ 1' 6" BACK ROOF SHEATHING AND NAILING SPAN. ATTACH TO HIP BEAM W/ PER ROOF FRAMING PLAN (2) ROWS OF 10d 0 6" OC NOTE 2 PROVIDE 8d (a 6" OC THRU SHEATHING INTO FULL DEPTH BLKG. ATTACH BLKG TO EDGE ° BEAMS W/A35 (a 24" OC ° ° PT 6x6 HF#2 COLUMN (SHOWN ° BELOW EDGE AND HIP BEAMS) SILL PLATE ° ATTACHED TO HIP BEAM W/ NAILING PER SW CBT4Z CENTERED ON COLUMN SCHED 2x CONT MEMBER rr FULL LENGTH OF HIP BEAM PER PLAN 2" MIN SHEAR WALL. EDGE BEAM PER PLAN ON TYP PROVIDE 3" MIN OUTER EDGE OF COLUMN. TRIM _ J OVERLAP WITH COLUMN AT BEARING LOCATION 5" LEDGERLOK THRU EDGE 5" TOP PLATE. AS NECESSARY BASED ON BEAM TO HIP BEAM LEDGERLOK FINAL ELEVATIONS THRU EDGE MITER HIP BEAM TO BEAR BEAM TO HIP PT 6x6 HF#2 COLUMN W/ CBT4Z FULLY ON COLUMN. TRIM BEAM CONCEALED BEAM TIE BOTTOM FOR FLAT BEARING. INSTALLED PER MFR TRUSS OFFSET FROM SHEAR WALL NOTE. - EDGE BEAM RUNNING SECTION VIEW LEFT RIGHT NOT SHOWN FOR CLARITY DECK ROOF CORNER COLUMN DETAIL 1 v SCALE: 1 " = 1 '-0" 0 PLAN VIEW AT CORNER EDGE BEAM PER PLAN. MITER CUT END AS SHOWN TO BEAR ON COLUMN, TYP. HIP BEAM PER PLAN REVISION Feb 16 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Z o 4 P-1 lz �o W W Z W o �i ;: uj a� A 3 3 3 LQ CU U) c Q III 0 0 cc Q 0 Cy) Z 1 _ O 1� U Lu O cr A. 5�O OF WAgB 40785 O��SIONAL���ti 02114122 REV. DATE DESCRIPTION 0 05117121 PERMIT SUBMITTAL 1Q 08109121 PERMIT SUBMITTAL ® 02114122 PERMIT SUBMITTAL PROJECT NO.: 21019.03 DESIGNED BY: JMD DRAWN BY. JMD CHECKED BY: CAB SHEET TITLE: WOOD FRAMING DETAILS SHEET NO.: S4.3